CN206330831U - A kind of soil arch test case - Google Patents
A kind of soil arch test case Download PDFInfo
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- CN206330831U CN206330831U CN201621208716.1U CN201621208716U CN206330831U CN 206330831 U CN206330831 U CN 206330831U CN 201621208716 U CN201621208716 U CN 201621208716U CN 206330831 U CN206330831 U CN 206330831U
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- arch
- soil
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- tool
- soil arch
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Abstract
The utility model discloses a kind of soil arch test case, including casing, the box house is provided with the soil arch test cabin for being used for loading soil sample, the roof in soil arch test cabin is vertical portable plate, side wall is horizontal anomalous movement plate, and the horizontal compression system towards soil arch test lock pressure power is applied provided with the vertical compression system for applying downward pressure to vertical portable plate and to horizontal anomalous movement plate；Rotational positioning is provided with reducing arch tool, the cylinder that the reducing arch tool is arranged horizontally on horizontal anomalous movement plate, and at least a portion profile of the cross section of the cylinder is helical.The soil arch test box structure that the utility model is provided is simple, is easy to observation, and apparatus structure is simplified according to symmetry principle, the deadweight of soil arch test case is effectively reduced.
Description
Technical field
The utility model is related to soil mechanics engineering field, and in particular to a kind of soil arch test case.
Background technology
Soil arching effect is a kind of phenomenon very common in nature.In Geotechnical Engineering, the formation of soil arch refers to outside
The lower soil body of power effect produces uneven displacement, so as to play self-strength to resist the result of external force effect.The soil of the soil body after stake
Arching is most important Mechanics Phenomenon in separation arrangement stake, the soil arching effect of the soil body after understanding stake, for grasping the soil body after stake
Stress transferring rule, the plastic zone development trend of pile peripheral earth, the ultimate bearing capacity for determining rational stake spacing and stake and
Analysis pile-soil interaction mechanism has important theory and engineering significance in terms of and guiding anti-slide pile design.
The stability of Soil arch between piles, directly influences the success or failure of anti-slide pile design, encircles for the soil of the soil body after friction pile stake
Effect problem, lot of domestic and international scholar by theorize or numerical model it has been carried out study and achieve it is certain into
Really.But, these models have some hypotheses conditions, for also being existed in terms of interracial contact, boundary condition, convergence
Deficiency, thus the mechanism and influence factor for Soil arch between piles effect do not form unified understanding also at present.
Soil arching effect has been subjected to century more than one from the proposition of concept to theoretical developments, due to the reason without system maturation
Instructed by method, thus the stage by experience is also stayed in for the design parameter laid out pile in actual design work, its
The microscopic characteristics of the existence form of middle arch springing, the geometric parameter of arch and donor and donor, and soil body self property are sent out it
The influence degree educated also needs to being analyzed and being proved for further system.
The current most of complex structures of soil arch test casing, part is various and causes inconvenient for use.In addition, carrying out not
Same parameter is analyzed, (such as：When piles with different footpath, pilespacing are set) need to adjust time-consuming long compared with multi-part.
Utility model content
The utility model provides a kind of soil arch test case, is mainly used in analyzing pile-soil interaction mechanism, and then be anti-
Sliding pile design provides guidance.
A kind of soil arch test case, including casing, the box house are provided with the soil arch test cabin for being used for loading soil sample, soil arch
The roof of experimental cabin is vertical portable plate, and side wall is horizontal anomalous movement plate, provided with erecting to vertical portable plate application downward pressure
Straight compression system and apply the horizontal compression system towards soil arch test lock pressure power to horizontal anomalous movement plate；
Rotational positioning is provided with reducing arch tool, the cylinder that the reducing arch tool is arranged horizontally on horizontal anomalous movement plate, and is somebody's turn to do
At least a portion profile of the cross section of cylinder is helical.
Native arch structure is symmetrical structure, and the soil arch test case that the utility model is provided has done letter according to the symmetry principle of soil arch
Change, only simulate half of native arch structure, with reducing arch tool for pile body, formed half between pile body and relative soil arch Laboratory Module side wall
Native arch structure, thus reduce soil arch test case deadweight, while do not influence native arch into effect.
Outside the roof and side wall of the removing activity of soil arch test cabin, remaining bulkhead can be also served as by tank wall.The soil arch test cabin
Bottom can be open architecture, when in use, base plate is used as using ground or other planes.Soil sample by soil arch test cabin top
Approach reducing arch tool enters in soil arch test cabin.
The vertical portable plate is vertically moving, is applied by soil sample of the vertical compression system into soil arch test cabin
Downward pressure.The horizontal anomalous movement plate is moved in the horizontal direction, plays a part of adjusting stake spacing, while by horizontal compression train
System applies the pressure towards soil arch test cabin.
The vertical compression system at least two, the point of application of vertical compression system is evenly distributed on vertical portable plate
On.The horizontal compression system at least two, the point of application of horizontal compression system is evenly distributed on horizontal anomalous movement plate.It is described
Vertical compression system and horizontal compression system can use hydraulic jack.
Preferably, the box house is provided with the upright guide rail being engaged with vertical portable plate, and through soil arch examination
Hatch checking and the horizontal guide rail being engaged with horizontal anomalous movement plate.Vertical portable plate and level are lived by upright guide rail and horizontal guide rail
Guide effect is played in the motion of dynamic plate.
Preferably, the side wall in the soil arch test cabin is the observation window that transparent material makes, set on the observation window
There is scale grid.
When loading soil sample into soil arch Laboratory Module, it can be layered according to scale grid, stone is utilized between adjacent two layers
The thin layer of the formation such as cream powder or pulverized limestone is isolated.
Preferably, the reducing arch tool is hollow-core construction, the side wall of reducing arch tool, which is provided with, to be used for through data wire
Threading hole.
Pre-buried some foil gauges as needed in the soil sample, the side wall that the data wire of foil gauge encircles tool by reducing extends
Go out after casing, be connected with measuring instrument.
Preferably, the anglec of rotation of the helical of the reducing arch tool cross section is not less than 360 degree.Tool is encircleed by reducing
Rotation, can simulate the pile body of diameter consecutive variations.
Preferably, the reducing arch tool fixes turned position by self-locking structure, the self-locking structure includes：
It is arranged on the ratchet on horizontal guide rail；
The fixed ratchet being set in reducing arch tool rotating shaft；
The ratchet for being fixed in reducing arch tool rotating shaft and being meshed with ratchet by wind spring.
Ratchet departs from after ratchet, and reducing arch tool can be rotated freely, after reducing arch tool rotation to proper angle, ratchet and phase
The ratchet engagement at position is answered, in the presence of wind spring, ratchet and ratchet engagement limit the further rotation of ratchet.
Preferably, the horizontal anomalous movement plate is provided with the reserved opening for being used for housing reducing arch tool, and the edge of reserved opening
It is fixed with and is in contact with reducing arch tool with the rubber blanket in closed soil arch test cabin.
Soil arch test cabin is needed for closed structure, to prevent being applied by compression system after pressure, and soil sample is extruded in gap location,
Disturb the accuracy of soil arch test.
Preferably, the top in the soil arch test cabin is provided with support frame, the vertical compression system is arranged on support
In framework, and top against support frame with to vertical portable plate apply downward pressure.
The test method of soil arching effect is measured using described soil arch test case, including：
Step 1, according to position of the stake spacing adjustment as the portable plate of side wall；
Step 2, the anglec of rotation according to stake footpath size setting reducing arch tool；
Step 3, from top to bottom into soil arch test cabin, layering is loaded between soil sample, each layer soil sample using heterogeneous soil sample thin layer
Isolation；
Step 4, pressure, the native arch structure that observation and measurement are formed are applied to each portable plate by compression system.
The soil arch test case that the utility model is provided, can intuitively reproduce different water cut, stake spacing and piles with different footpath
Under native arch into, can direct measurement sagitta, the span of arch, describe arch, obtain soil arch every ess-strain parameter, and then obtain
Load and the relation of displacement, the formation mechenism of reasonable analysis soil arch in terms of mechanics and experimental phenomena two.
The soil arch test case that the utility model is provided is simple to operate, is easy to observation, and apparatus structure is entered according to symmetrically remote
Go simplification, effectively reduce the deadweight of soil arch test case.
Brief description of the drawings
Fig. 1 is the schematic diagram of the utility model soil arch test case；
Fig. 2 is the casing top view of the utility model soil arch test case；
Fig. 3 a~3d is the schematic diagram of reducing arch tool different rotary angle in the utility model soil arch test case；
Fig. 4 is the cross-sectional view of reducing arch tool in the utility model soil arch test case；
Fig. 5 is the schematic diagram of the upper threading hole arrangement of reducing arch tool in the utility model soil arch test case；
Fig. 6 is the schematic diagram of reducing arch tool self-locking structure in the utility model soil arch test case.
In figure：1st, casing；2nd, horizontal anomalous movement plate；3rd, horizontal compression system；4th, vertical compression system；5th, reducing arch tool；6、
Vertical portable plate；11st, horizontal compression chamber；12nd, vertical compression chamber；13rd, soil arch test cabin；14th, angle steel；15th, steel plate；16th, observe
Window；51st, threading hole；52nd, data wire；53rd, string holes is collected；55th, ratchet；56th, wind spring；57th, ratchet；31st, ratchet.
Embodiment
Below in conjunction with the accompanying drawings, the utility model soil arch test case and soil arch test method are described in detail.
Embodiment 1
As shown in figure 1, a kind of soil arch test case, including casing 1, the soil arch test cabin 13 being arranged in casing 1, reducing arch
Tool 5, horizontal compression system 3 and vertical compression system 4.
Casing 1 is the prism of lower ending opening, and casing 1 is long 1000mm, width 300mm, high 1500mm in the present embodiment
Cuboid.The side wall of casing 1 uses steel plate 15, and the two blocks of steel plates 15 that are connected are fixedly connected by equal leg angle 14 and bolt.Each steel
Annexation between plate 15 is as shown in Fig. 2 two blocks of steel plates 15 that the both sides of every block of equal leg angle 14 recline adjacent respectively, pass through
The two is fixedly connected with the bolt of steel plate 15 through angle steel 14, is sealed in the junction utilizing works glue of two blocks of steel plates 15.
Each side wall of casing 1 is provided with the flanging that is mutually reclined with ground, by the ground anchor bolt through flanging by casing 1
Fix on the ground.The inner space of casing 1 is divided into the soil arch test cabin 13 in the lower right corner, in the left side of soil arch test cabin 13
Horizontal compression chamber 11 and vertical compression chamber 12 in the top of soil arch test cabin 13.Horizontal compression system 3 adds positioned at level
In ballasting 11, vertical compression system 4 is located in vertical compression chamber 12.
Soil arch test cabin 13 is rectangular structure, and the roof in soil arch test cabin 13 is vertical movable pressing board, and left side wall is water
Flat movable pressing board, remaining side wall is also served as by casing 1, and the bottom in soil arch test cabin 13 is open architecture.
The upright guide rail for being oriented to vertical movable pressing board movement is provided with casing 1, and for guiding horizontal activity
The horizontal guide rail of pressing plate movement.Horizontal guide rail run through soil arch test cabin 13, and two ends extend respectively to the sidewall contact of casing 1,
The two ends of horizontal guide rail are fixed by anchor bolt with the side wall of casing 1 respectively.
The side wall adjacent with horizontal anomalous movement pressing plate of soil arch test cabin 13 is the observation window 16 that transparent organic glass makes, and is seen
Examine and scale grid is painted with window 16, filler placement in layers is carried out according to scale grid, by way of controlling every layer of filler weight
Control by the white land plaster of thin layer or pulverized limestone to be isolated between filler porosity, adjacent two layers filler, to facilitate observation.
Two horizontal loading positions, one of horizontal loading position are vertically set gradually on horizontal anomalous movement pressing plate
Highly locate in casing 11/3, another horizontal loading position is highly located in casing 12/3, at each horizontal loading position
The equal leg angle that piece length of welding is 25cm, every equal leg angle prolongs in the horizontal direction and perpendicular to the direction of the side wall of casing 1
Stretch, formation cantilevered support structure, the opening upwards of equal leg angle, and wherein while on horizontal plane.
Horizontal compression system 3 applies the pressure towards soil arch test cabin 13 to horizontal anomalous movement pressing plate, and horizontal compression system 3 is wrapped
Include one digital display automatic oil pressure thousand of placement on the equal leg angle at two digital display automatic oil pressure jack, each horizontal loading position
Jin top, promotes horizontal anomalous movement pressing plate to advance along horizontal guide rail, to simulate different stake spacing using digital display automatic oil pressure jack.
Digital display automatic oil pressure jack can carry out continuous-stable pressurization to the soil sample in casing 1, be effectively prevented from pressure retraction and cause
Soil sample in stress resilience.
The top in soil arch test cabin 13 is provided with support frame, and support frame is internally formed vertical compression chamber 12, vertical pressurization
System 4 is arranged on inside support frame, and vertical compression system 4 applies downward pressure to vertical movable pressing board.Support frame
Relative level both sides are the hatch frame for being not provided with side wall, and aperture area is 600mm × 400mm, to place vertical compression train
System 4 and carry out filler into soil arch test cabin 13.
Upright guide rail is four, extends through four angles of vertical portable plate 6.Vertical compression system 4 is aobvious including two number of units
Automatic oil pressure jack, the top of support frame is provided with top board, and hydraulic jack is against top board so as to apply to vertical portable plate 6
Pressure.
The position of two hydraulic jacks is adjusted according to the position of horizontal anomalous movement plate 2 in vertical compression system 4, two
The point of application of hydraulic jack is arranged along the straight line perpendicular to horizontal anomalous movement plate 2, and vertical portable plate 6 is equally divided into two by the straight line
Part.Straight line residing for the point of application intercepts out a line segment by the two lateral walls in soil arch test cabin 13, and the point of application divides the line segment
For isometric three sections.
Pressure is uniformly applied in soil sample by vertical portable plate 6, and vertical compression system 4 can be in soil arch test cabin 13
Soil sample carries out continuous-stable pressurization, is prevented effectively from stress resilience in the soil sample that pressure retraction is caused.
Native arch structure is symmetrical structure, takes the half of circular stake as the object of soil arch test, is simulated using reducing arch tool 5
The half of circular stake, encircles the soil sample state between tool 5 and relative soil sample test cabin side wall to study native arch structure by reducing.
As shown in Fig. 3 a~3d, the hollow cylinder that reducing arch tool 5 is arranged horizontally, cross sectional shape such as Fig. 4 of reducing arch tool 5
Shown, a wherein contouring for cross sectional shape is helical, and remainder is the line segment at connection helical two ends, and straight line leads to where line segment
It is 360 degree around angle to cross the axis of reducing arch tool 5, i.e. spiral rings.
On reducing arch tool 5, the side wall corresponding to helical, which is provided with, is used for the threading hole 51 through data wire 52, and line segment institute is right
The side wall answered, which is provided with, is used for the collection string holes 53 through data wire 52.The strain that one end connection of data wire 52 is inserted in soil sample
Piece, the other end is connected after sequentially passing through threading hole 51 and collection string holes 53 with tester.
As shown in figure 5, two circles of the threading hole 51 for parallel arrangement.As shown in figure 4, often enclose using reducing encircle tool 5 rotating shaft as
Center, often rotates 15 degree, and threading hole 51 is set on the corresponding side wall of helical.
Schematic diagram under reducing arch 5 different rotary angles of tool is as shown in Fig. 3 a~Fig. 3 d, the rotation of reducing arch tool 5 to different angles
Degree, the pile body of different-diameter corresponding with soil sample is in contact a half side wall, it is possible thereby to the pile body of continuous analog different-diameter, reality
Show freely changing for pile body stake footpath.
Horizontal anomalous movement plate 2 is provided with the reserved opening of accommodating reducing arch tool 5, and reducing arch tool 5 is located at reserved opening and reducing encircles
The rotating shaft two ends of tool 5 are arranged on horizontal anomalous movement plate 2 by threads turn.
The rotation of reducing arch tool 5, the signal of self-locking structure are limited after rotation to a certain angle of reducing arch tool 5 by self-locking structure
Figure is as shown in fig. 6, set ratchet 31 on horizontal guide rail, reducing arch has and fix the spine for being arranged and being engaged with ratchet 31 in 5 rotating shaft
The ratchet 57 being meshed with ratchet 31 is also fixed with by wind spring 56 in wheel 55, the rotating shaft of reducing arch tool 5.
Ratchet 57 departs from after ratchet 31, and reducing arch tool 5 can be rotated freely, after rotation to the proper angle of reducing arch tool 5, spine
Wheel 55 is engaged with the ratchet 31 of corresponding position, and in the presence of wind spring 56, ratchet 57 is engaged with ratchet 31, limitation ratchet 55
Further rotate.
The horizontal guide rail side wall of casing 1 that reclines is set, and edge and the inwall of casing 1 of horizontal anomalous movement plate 2 are affixed to merge to be provided with and kept away
Allow the groove of horizontal guide rail.The edge of horizontal anomalous movement plate 2 fits to form the soil arch test cabin 13 of sealing with the inwall of casing 1.
Reserved opening edge is pasted with rubber blanket, and rubber blanket encircles being in contact for tool 5 with reducing, and reducing arch tool 5 rotates random angle
When spending, rubber blanket can fill up the gap of reducing arch tool 5 and reserved opening edge, to ensure the seal in soil arch test cabin 13.
Soil sample enters in soil arch test cabin 13 from top to bottom, and approach reducing arch tool 5, by horizontal compression system 3 and
Vertical compression system 4 applies pressure to simulate the formation of soil arch.
The soil arch test case that the present embodiment is provided measures the test method of soil arching effect, including：
Step 1, the position according to stake spacing adjustment horizontal anomalous movement plate 2.Horizontal anomalous movement is promoted by horizontal compression system 3
Plate 2 is moved to correct position along horizontal guide rail, to obtain different stake spacing.
Step 2, the anglec of rotation according to stake footpath size setting reducing arch tool 5.Pass through the reducing arch 5 different anglecs of rotation of tool
Degree, deformation arch tool has different stake footpath sizes towards the side of soil sample.
Step 3, it is thin using heterogeneous soil sample between layering filling soil sample, each layer soil sample into soil arch test cabin 13 from top to bottom
Layer isolation.The pattern of native arch structure is reacted by the lines of heterogeneous soil sample thin layer.
Step 4, pressure, the native arch structure that observation and measurement are formed are applied to each portable plate by compression system.Pass through
Horizontal compression system 3 and vertical compression system 4 observe the native arch structure formed to the different active force of soil sample application.
General principle of the present utility model and principal character and advantage of the present utility model has been shown and described above.One's own profession
The technical staff of industry is it should be appreciated that the utility model is not restricted to the described embodiments, described in above-described embodiment and specification
Simply illustrate principle of the present utility model, on the premise of the utility model spirit and scope are not departed from, the utility model is also
Various changes and modifications are had, these changes and improvements are both fallen within the range of claimed the utility model.The utility model
Claimed scope is by appending claims and its equivalent thereof.
Claims (8)
1. a kind of soil arch test case, including casing, it is characterised in that the box house, which is provided with, is used for the soil arch examination for loading soil sample
Hatch checking, the roof in soil arch test cabin is vertical portable plate, and side wall is horizontal anomalous movement plate, provided with downward to the application of vertical portable plate
The vertical compression system of pressure and to horizontal anomalous movement plate apply towards soil arch test lock pressure power horizontal compression system；
Rotational positioning is provided with reducing arch tool, the cylinder that the reducing arch tool is arranged horizontally, and the cylinder on horizontal anomalous movement plate
Cross section at least a portion profile be helical.
2. soil arch test case as claimed in claim 1, it is characterised in that the box house is provided with to match with vertical portable plate
The upright guide rail of conjunction, and the horizontal guide rail being engaged through soil arch test cabin and with horizontal anomalous movement plate.
3. soil arch test case as claimed in claim 1, it is characterised in that the side wall in the soil arch test cabin is transparent material
The observation window of making, the observation window is provided with scale grid.
4. soil arch test case as claimed in claim 1, it is characterised in that the reducing arch tool is hollow-core construction, reducing arch tool
Side wall be provided be used for through data wire threading hole.
5. the soil arch test case as described in Claims 1 to 4 is any, it is characterised in that the helical of the reducing arch tool cross section
The anglec of rotation be not less than 360 degree.
6. soil arch test case as claimed in claim 2, it is characterised in that the reducing arch tool is fixed by self-locking structure to be rotated
Position, the self-locking structure includes：
It is arranged on the ratchet on horizontal guide rail；
The fixed ratchet being set in reducing arch tool rotating shaft；
The ratchet for being fixed in reducing arch tool rotating shaft and being meshed with ratchet by wind spring.
7. soil arch test case as claimed in claim 1, it is characterised in that the horizontal anomalous movement plate, which is provided with, to be used to house reducing
Encircle tool reserved opening, and reserved opening edge be fixed with reducing arch tool be in contact with the rubber blanket in closed soil arch test cabin.
8. soil arch test case as claimed in claim 1, it is characterised in that the top in the soil arch test cabin is provided with carriage
Frame, the vertical compression system is arranged in support frame, and top against support frame to apply downward to vertical portable plate
Pressure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621208716.1U CN206330831U (en) | 2016-11-09 | 2016-11-09 | A kind of soil arch test case |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621208716.1U CN206330831U (en) | 2016-11-09 | 2016-11-09 | A kind of soil arch test case |
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| Publication Number | Publication Date |
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| CN206330831U true CN206330831U (en) | 2017-07-14 |
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ID=59286204
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201621208716.1U Expired - Fee Related CN206330831U (en) | 2016-11-09 | 2016-11-09 | A kind of soil arch test case |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107300501A (en) * | 2016-11-09 | 2017-10-27 | 中国电建集团华东勘测设计研究院有限公司 | A kind of soil arch test case and soil arch test method |
| CN107328710A (en) * | 2017-08-21 | 2017-11-07 | 山东大学 | Soil arching effect probes into experimental rig and test method under a kind of Passive deformation pattern |
| CN107505196A (en) * | 2017-07-17 | 2017-12-22 | 河海大学 | It is a kind of can flexible operating three-dimensional soil arching effect development test device and operating method |
-
2016
- 2016-11-09 CN CN201621208716.1U patent/CN206330831U/en not_active Expired - Fee Related
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107300501A (en) * | 2016-11-09 | 2017-10-27 | 中国电建集团华东勘测设计研究院有限公司 | A kind of soil arch test case and soil arch test method |
| CN107300501B (en) * | 2016-11-09 | 2020-05-19 | 中国电建集团华东勘测设计研究院有限公司 | Soil arch test box and soil arch test method |
| CN107505196A (en) * | 2017-07-17 | 2017-12-22 | 河海大学 | It is a kind of can flexible operating three-dimensional soil arching effect development test device and operating method |
| CN107505196B (en) * | 2017-07-17 | 2019-10-01 | 河海大学 | It is a kind of can flexible operating three-dimensional soil arching effect development test device and operating method |
| CN107328710A (en) * | 2017-08-21 | 2017-11-07 | 山东大学 | Soil arching effect probes into experimental rig and test method under a kind of Passive deformation pattern |
| CN107328710B (en) * | 2017-08-21 | 2023-07-07 | 山东大学 | Soil arch effect exploration test device and test method in passive deformation mode |
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